Arslan Umar

AoA Members, I am trying to check the building stability against overturning. The building consist of 6 story commercial floors(having dimensions as 198ft x 169ft) and a tower consisting of 21story(having dimensions of 152ft x124ft) . The raft under the tower is 72" and 48" under adjacent commercial floors. I have few queries regarding calculating overturning moment and resisting moment. 1) Will the overturning moment be base shear x Total tower height or summation of (story shear of individual story x Elevation of each story from base). 2) How the resisting moment will be calculated?

In that case, the connection will be designed based on the forces (Moment and shear) in column or from the cantiliver sections. Secondly in Etabs if I draw these cantiliver sections with the column, the punching shear is not calculated(N/C) during slab design. Is this ok? Will punching shear check be neglected in that case? Regards

AoA Thanks a lot for sketches and explanation. I have now few queries regarding its implementation via ETABS. Actually I want to design a 30ftx30ft flat slab (Post Tensioned) with steel columns on four edges only(Two story) . My queries are: 1) Is this type of modeling possible in ETABS with connection details shown in sketches. I know the shear reinforcement using shear studs could be provided, but as per this design how the connection will be modeled and analyzed? 2) If I dont model the cantiliver sections and just draw slab over steel columns, will this connection be ok. Even if not, can I use the forces (shear and moment) after analysis to manually design the connection as shown in sketch? 3) If I model HSS section as columns and provide I Sections as cantilever, and then draw slab over it, is this modeling technically ok? Thanks